1085 HARBOR

ROAD

APPROX.

PROJECT

EXTENTS

TITLE SHEET,

DRAWING LIST &

VICINITY MAP

VICINITY MAP AERIAL PHOTO

SOUTHPORT

LIST OF DRAWINGS

DWG. No. DRAWING TITLE

1 TITLE SHEET, DRAWING LIST & VICINITY MAP

2 PROJECT NOTES

3 PROJECT NOTES & BORING LOGS

4 EXISTING & SELECTIVE DEMOLITION PLAN AND SECTIONS

5 IMPROVEMENT PLAN AND SECTIONS

6 SEAWALL REPLACEMENT AND REPAIR SECTIONS & DETAILS

7 REPLACEMENT PIER FRAMING PLAN & SECTIONS

8 PIER AND GUARDRAIL SECTIONS & DETAILS

9 ALTERNATE PIER DETAILS

OWNERSHIP AND CONDITIONS OF USE:

THIS DRAWING IS COPYRIGHTED

Drawings and Specifications, as instruments of professional service, are and shall remain the property of RACE Coastal Engineering, Inc. Documents are not to be used, in whole or in part, for other projects or purposes or by any other parties than those authorized by contract without the specific written authorization of RACE Coastal Engineering, Inc. The use of this document is contingent upon payment to RACE Coastal Engineering, Inc. for services rendered. Non-payment shall give RACE Coastal Engineering, Inc. the authority to bar document use by any and all parties.

ISSUED FOR BID

NOT FOR CONSTRUCTION

REV DESCRIPTIONDATE

Project

DrawnDesigned Checked

DateJob No. Drawing No.

2022108 10/17/2025

ZMV ZMV/CLW MRR/DJS

LOWER WHARF IMPROVEMENT PROJECT

1085 HARBOR ROAD

SOUTHPORT, CT 06890

Drawing

NOT VALID WITHOUT ENGINEER'S SEAL

Prepared for TOWN OF FAIRFIELD

HARBOR MANAGEMENT COMMISSION

725 OLD POST ROAD

FAIRFIELD, CT 06824

COASTAL ENGINEERING

611 Access Road Stratford, CT 06615 Tel.: 203-377-0663 racecoas ta l .com of 9

PROJECT SITE:

LOWER WHARF

1085 HARBOR ROAD

SOUTHPORT, CT 06890

OCTOBER 17, 2025

OWNER:

TOWN OF FAIRFIELD

725 OLD POST ROAD

FAIRFIELD, CT 06824

LOWER WHARF IMPROVEMENT PROJECT

SITE

LONG ISLAND SOUND

PROJECT NOTES

OWNERSHIP AND CONDITIONS OF USE:

THIS DRAWING IS COPYRIGHTED

Drawings and Specifications, as instruments of professional service, are and shall remain the property of RACE Coastal Engineering, Inc. Documents are not to be used, in whole or in part, for other projects or purposes or by any other parties than those authorized by contract without the specific written authorization of RACE Coastal Engineering, Inc. The use of this document is contingent upon payment to RACE Coastal Engineering, Inc. for services rendered. Non-payment shall give RACE Coastal Engineering, Inc. the authority to bar document use by any and all parties.

ISSUED FOR BID

NOT FOR CONSTRUCTION

REV DESCRIPTIONDATE

Project

DrawnDesigned Checked

DateJob No. Drawing No.

2022108 10/17/2025

ZMV ZMV/CLW MRR/DJS

LOWER WHARF IMPROVEMENT PROJECT

1085 HARBOR ROAD

SOUTHPORT, CT 06890

Drawing

NOT VALID WITHOUT ENGINEER'S SEAL

Prepared for TOWN OF FAIRFIELD

HARBOR MANAGEMENT COMMISSION

725 OLD POST ROAD

FAIRFIELD, CT 06824

COASTAL ENGINEERING

611 Access Road Stratford, CT 06615 Tel.: 203-377-0663 racecoas ta l .com of 9

DESCRIPTION OF WORK:

1. THE WORK COVERED UNDER THESE CONTRACT DOCUMENTS, INCLUDING THE DRAWINGS, PROJECT NOTES, AND ALL AMENDMENTS, CONSISTS OF PROVIDING ALL PLANT, LABOR, SUPERVISION, EQUIPMENT APPLIANCES AND MATERIALS AND IN PERFORMING ALL OPERATIONS IN CONNECTION WITH AT LEAST, BUT NOT NECESSARILY LIMITED TO, THE FOLLOWING ITEMS:

· DEMOLITION & DISPOSAL OF;

- 26 TIMBER PILES

- 105 LF OF EXISTING SEAWALL

- 217 LF OF EXISTING CONCRETE CAP

· TEMPORARILY REMOVE REVETMENT STONES

· FURNISH & INSTALL 107 LF OF NEW CONCRETE SEAWALL

· FURNISH & INSTALL 217 LF OF NEW CONCRETE CAP

· FURNISH & INSTALL NEW TIMBER WHARF

· REPAIR VOIDS IN SEAWALL AND CHINK 264 LF OF SEAWALL

· COORDINATE WORK WITH OWNER AND PROTECT UTILITIES

· RESTORE SITE UPON COMPLETION OF WORK

2. THE CONTRACTOR SHALL PROVIDE ALL ITEMS AND ACCESSORIES REQUIRED TO COMPLETE ALL ASPECTS OF THE WORK NEEDED FOR A COMPLETE AND PROPER INSTALLATION, ALL IN STRICT ACCORDANCE WITH THE CONTRACT DOCUMENTS.

GENERAL NOTES:

1. ALL ELEVATIONS ARE REFERENCED TO MEAN LOWER LOW WATER DATUM UNLESS NOTED OTHERWISE.

2. SITE SURVEY TAKEN FROM "TOPOGRAPHIC SURVEY OF 1085 HARBOR ROAD", DATED 11-15-2022 & PREPARED BY GESICK &

ASSOCIATES, PC.

3. PROJECT DESIGN PER CONNECTICUT STATE BUILDING CODE (IBC AND THE CONNECTICUT SUPPLEMENT) FOLLOWING LOADS:

3.1. 100 PSF LIVE LOAD VERTICAL SURCHARGE APPLIED TO REBUILT SEAWALL SECTIONS.

3.2. 100 PSF LIVE LOAD FOR PUBLIC ACCESS PIER.

3.3. 157 PLF LATERAL WAVE LOAD ON PIER.

4. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO LAYOUT THE PROJECT PER THE PLANS.

5. WORK SHALL COMPLY WITH FEDERAL, STATE, AND LOCAL LAWS AND STATUTES AND THE REQUIREMENTS AND CONDITIONS OF ALL REGULATORY PERMITS ISSUED FOR THE WORK. THE CONTRACTOR IS ADVISED THAT THE REGULATORY PERMITS FOR THIS PROJECT MAY CONTAIN ADDITIONAL REQUIREMENTS THAT, AFTER ANY ADDENDUM, SUPERSEDE THE DRAWING NOTES. THE CONTRACTOR IS FURTHER ADVISED THAT IN THE CASE OF ANY DISCREPANCIES WITHIN THE CONTRACT DOCUMENTS FOUND BEFORE CONSTRUCTION, THE FINAL DECISION AS TO WHAT INFORMATION TAKES PRECEDENCE WILL BE MADE BY THE ENGINEER OF RECORD ON THE BASIS OF THAT INTENT. THE CONTRACTOR SHALL NOT CONSTRUCT ANY PORTION OF THE WORK THAT HAS NOT BEEN AUTHORIZED BY THE REGULATORY AGENCIES. APPLICABLE PERMITS INCLUDE BUT ARE NOT LIMITED TO:

5.1. CT DEEP LICENSE #202301555-COP & 202410933-SDF

5.2. USACE PERMIT NUMBER: NAE-20240301

6. THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS, LICENSES, CERTIFICATES OF INSPECTION, AND PAY ALL LEGAL FEES IN CONNECTION WITH THE WORK OF THIS CONTRACT. THE OWNER HAS OBTAINED NECESSARY STATE & FEDERAL REGULATORY PERMITS REQUIRED FOR THE WORK IN REGULATED AREAS. THE CONTRACTOR SHALL REQUEST COPIES OF THOSE REGULATORY PERMITS AND MAKE PROVISION IN THIS WORK AND IN THE COSTS OF THE WORK FOR ALL APPLICABLE CONDITIONS OF THOSE PERMITS. FAILURE TO CONSIDER ANY CONDITION OF THE REGULATORY PERMITS AS A PART OF THE BID SHALL NOT RELIEVE THE CONTRACTOR FROM HIS RESPONSIBILITY TO APPLY THOSE CONDITIONS TO HIS WORK AT NO ADDITIONAL COST TO THE OWNER.

7. EXISTING CONDITIONS AND DIMENSIONS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION AND FABRICATION

OR ORDERING OF ANY CONSTRUCTION MATERIALS.

8. SECTIONS AND DETAILS APPLY TO SAME AND SIMILAR CONDITIONS UNLESS SPECIFICALLY NOTED OTHERWISE HEREIN.

9. DAMAGE TO ANY PROPERTY, PRIVATE OR OF PUBLIC TRUST, OCCURRING DURING THE CONSTRUCTION BY THE CONTRACTOR, SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE REPAIRED TO THE SATISFACTION OF THE OWNER AT THE

EXPENSE OF THE CONTRACTOR.

10. THE CONTRACTOR SHALL SAFEGUARD AND PROTECT ALL EXCAVATIONS.

11. THE CONTRACTOR SHALL USE ADEQUATE NUMBERS OF SKILLED WORKMEN WHO ARE THOROUGHLY TRAINED AND EXPERIENCED IN THE NECESSARY CRAFTS AND WHO ARE COMPLETELY FAMILIAR WITH THE SPECIFIED REQUIREMENTS AND METHODS NEEDED

FOR PROPER PERFORMANCE OF THE WORK.

12. THE CONTRACTOR SHALL USE EQUIPMENT ADEQUATE IN SIZE, CAPACITY, AND NUMBERS, AND MAINTAINED TO THE REQUIREMENTS OF ALL FEDERAL, STATE, AND LOCAL LAWS AND REGULATIONS TO ACCOMPLISH THE WORK.

13. THE CONTRACTOR SHALL PROTECT ALL WETLANDS AND COASTAL RESOURCES FROM INTRUSION BY TURBID WATERS, CONSTRUCTION DEBRIS, CONSTRUCTION EQUIPMENT, OR PERSONNEL DURING ALL WORK ACTIVITIES.

14. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE AND PROTECT FROM DAMAGE ALL UTILITIES, UTILITY STRUCTURES, FUEL LINES & TANKS OR ANY UNKNOWN UTILITIES OR STRUCTURES PRIOR TO ANY WORK, EXCEPT THOSE SPECIFIED FOR DEMOLITION. CONTRACTOR SHALL COORDINATE WITH CALL BEFORE YOU DIG AND RECEIVE REQUIRED MARK

OUTS PRIOR TO THE START OF CONSTRUCTION ACTIVITIES.

15. LABOR, EQUIPMENT, AND MATERIALS REQUIRED TO PERFORM THE WORK THAT, UPON COMPLETION ARE NOT APART OF THE WORK SHALL BE FURNISHED, INSTALLED, AND SUBSEQUENTLY REMOVED FROM THE SITE BY THE CONTRACTOR.

16. TEMPORARY WORK SHALL BE SUBJECT TO THE REQUIREMENTS OF THE STATE AND APPLICABLE LOCAL BUILDING CODES.

17. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IN WRITING IF CONTRACTOR OBSERVES ANY DISCREPANCIES OR

ERRORS WHICH WOULD MATERIALLY AFFECT THE PROJECT.

PROJECT LAYOUT & CONTROLS:

1. THE CONTRACTOR SHALL HAVE A PROFESSIONAL LAND SURVEYOR, LICENSED IN THE STATE OF CONNECTICUT, TO LAYOUT THE PROPOSED STRUCTURE. THE CONTRACTOR SHALL PROVIDE THE OWNER WITH AN "AS-BUILT" DRAWING OF THE WORK CONFORMING TO A-2 AND T-2 STANDARDS (CT ONLY) FOLLOWING THE COMPLETION OF THE WORK AT THE SITE. THE COST FOR

SUCH ITEMS SHALL BE INCLUDED IN THE CONTRACT SUM FOR THE WORK.

2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE LAYOUT OF THE PROJECT AND IT SHALL BE COMPLETED TO THE LINES AND

GRADE DEPICTED HEREIN.

3. THE PROPOSED WALL SHALL BE IN THE SAME ALIGNMENT AND SHALL NOT ENCROACH ANY FURTHER WATERWARD THEN THE

EXISTING STRUCTURES AS MEASURED AT CAP LOCATION.

4. CONTRACTOR SHALL SET UP BASE LINES AND OFFSETS AS NECESSARY PRIOR TO THE DEMOLITION OF THE EXISTING

STRUCTURES.

5. ANY STRUCTURES NOT CONSTRUCTED IN THE POSITIONS DEPICTED ON THE PROJECT PLANS SHALL BE CORRECTED BY THE

CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.

6. CONTRACTOR SHALL PROVIDE THE OWNER WITH AN "AS-BUILT" DRAWING OF THE WORK CONFORMING TO A-2 AND T-2 STANDARDS FOLLOWING THE COMPLETION OF THE IMPROVEMENTS. THE COSTS FOR SUCH ITEMS SHALL BE INCLUDED IN THE

CONTRACT SUM FOR THE WORK.

EXCAVATION:

1. EXCAVATE EVERY TYPE OF MATERIAL ENCOUNTERED, THE REMOVAL OF WHICH IS NECESSARY FOR THE CONSTRUCTION OF THE

STRUCTURES TO THE LINES, GRADES AND ELEVATIONS INDICATED HEREIN.

2. WASTE EXCAVATED MATERIAL WHICH IS NOT REQUIRED FOR BACKFILLING OR IS UNSUITABLE FOR THAT PURPOSE.

3. SUITABLE MATERIAL IS MATERIAL WHICH IS FREE-DRAINING CONSISTING OF SAND, GRAVEL, ROCK FRAGMENTS, QUARRY RUN STONE, AND BROKEN STONE. THE MATERIAL SHALL GENERALLY NOT HAVE MORE THAN 70%, BY WEIGHT, PASSING THE NO. 40

SIEVE AND NOT MORE THAN 10%, BY WEIGHT, PASSING THE NO. 200 SIEVE.

4. SUITABLE MATERIAL EXCAVATED FOR CONSTRUCTION SHALL BE STOCKPILED AND REUSED AS BACKFILL MATERIAL.

5. UNSUITABLE MATERIAL IS MATERIAL WITH HIGH AMOUNTS OF SILT, CLAY, ORGANIC MATTER, OR DETRITUS. SUCH MATERIAL

SHALL BE REMOVED FROM THE SITE AND DISPOSED OF AT AN AUTHORIZED FACILITY.

6. UNAUTHORIZED EXCAVATION CONSISTS OF REMOVAL OF MATERIALS BEYOND INDICATED SUBGRADE ELEVATIONS OR DIMENSION

WITHOUT SPECIFIC INSTRUCTION FROM THE ENGINEER.

7. IMPLEMENT SEDIMENTATION AND EROSION CONTROL AS REQUIRED TO PROTECT EXPOSED SLOPES AND TEMPORARY CUTS, UNTIL FINAL STRUCTURE INSTALLATION IS COMPLETE.

8. SLOPE EXCAVATION AS NECESSARY TO MAKE SLOPES SAFE IN ACCORDANCE WITH THE APPROPRIATE REGULATIONS. MAINTAIN

EXCAVATIONS AND SLOPES IN SAFE CONDITION UNTIL BACKFILLING IS COMPLETE.

9. PROVIDE QUALIFIED PERSONAL TO MEET THE REQUIREMENTS OF AN OSHA DEFINED 'COMPETENT PERSON'.

10. SHORE STRUCTURES ADJACENT TO EXCAVATIONS NOT SLATED FOR REMOVAL, AND WHERE SLOPING OF EXCAVATIONS IS NOT POSSIBLE. MAINTAIN SHORING REGARDLESS OF THE TIME PERIOD THE EXCAVATION WILL BE OPEN.

11. THE ELEVATION OF THE BOTTOM OF FOOTINGS, SHALL BE CONSIDERED APPROXIMATE ONLY, AND THE ENGINEER MAY ORDER SUCH CHANGES IN DIMENSIONS OR ELEVATIONS OF FOOTINGS AS MAY BE NECESSARY TO SECURE A SATISFACTORY

FOUNDATION.

12. ALL ROCK OR OTHER SUITABLE FOUNDATION MATERIAL SHALL BE CLEARED OF ALL OVERLYING MATERIAL, CLEANED AND CUT TO

A FIRM SURFACE, EITHER LEVEL, STEPPED OR SERRATED, AS DIRECTED BY THE ENGINEER.

13. ANY OVER-BREAKAGE IN ROCK MORE THAN 6 INCHES BELOW THE PLAN GRADE FOR BOTTOM OF FOOTING, AND NOT AUTHORIZED BY ENGINEER, SHALL BE REPLACED BY THE CONTRACTOR WITH CONCRETE, AT THE CONTRACTOR'S EXPENSE.

14. WHEN THE STRUCTURE IS TO REST ON A MATERIAL OTHER THAN ROCK, SPECIAL CARE SHALL BE TAKEN NOT TO DISTURB THE MATERIAL BELOW THE BOTTOM OF THE EXCAVATION, AND THE FINAL REMOVAL OF THE FOUNDATION MATERIAL TO GRADE SHALL NOT BE MADE UNTIL JUST BEFORE THE FORMS FOR CONCRETE OR MASONRY ARE PLACED. ANY FOUNDATION MATERIAL DISTURBED BELOW PLAN GRADE OR REVISED PLAN GRADE SHALL BE DRESSED AND COMPACTED AT THE CONTRACTOR'S

EXPENSE.

15. ALL SPACES EXCAVATED AND NOT OCCUPIED BY THE PERMANENT WORK OR STRUCTURAL BACKFILL SHALL BE FILLED TO THE SURFACE OF THE SURROUNDING GROUND WITH SUITABLE MATERIAL. SUCH BACKFILL SHALL BE THOROUGHLY COMPACTED AND

NEATLY GRADED.

16. EACH LAYER OF BACKFILL SHALL BE SPREAD TO A THICKNESS NOT EXCEEDING 6 INCHES DEEP AFTER COMPACTION AND SHALL BE THOROUGHLY COMPACTED BY THE USE OF POWER ROLLERS OR OTHER MOTORIZED VEHICULAR EQUIPMENT, BY TAMPING

WITH MECHANICAL RAMMERS OR VIBRATORS, OR BY PNEUMATIC TAMPERS.

17. SPECIAL ATTENTION SHALL BE GIVEN TO COMPACTION IN PLACES CLOSE TO WALLS WHERE MOTORIZED VEHICULAR COMPACTION EQUIPMENT CANNOT REACH. WITHIN 3 FEET OF THE BACK FACE OF WALLS AND WITHIN A GREATER DISTANCE AT ANGLE POINTS OF WALLS, EACH LAYER OF BACKFILL SHALL BE COMPACTED BY MECHANICAL RAMMERS, VIBRATORS OR

PNEUMATIC TAMPERS.

18. THE DRY DENSITY OF EACH LAYER OF BACKFILL AFTER COMPACTION SHALL NOT BE LESS THAN 95% OF THE MAXIMUM DRY DENSITY FOR THAT MATERIAL WHEN DETERMINED BY THE CONTRACTOR IN ACCORDANCE WITH AASHTO T180.

19. ADEQUATE PROVISION SHALL BE MADE FOR THE DRAINAGE OF ALL FILL..

20. NO FILL SHALL BE PLACED AGAINST ANY STRUCTURE UNTIL THE ENGINEER HAS GIVEN PERMISSION TO DO SO, AND IN NO CASE

UNTIL AFTER THE PERMITTED TIME FOR REMOVAL OF FORMS.

21. PROVIDE DEWATERING OF EXCAVATIONS, INCLUDING DESIGN, CONSTRUCTION, REPAIR AND MAINTENANCE, OF ALL COFFERDAMS AND RELATED ENVIRONMENTAL CONTROLS USED IN DEWATERING OPERATIONS REQUIRED FOR THE EXECUTION OF THE WORK.

COFFERDAMS SHALL BE PROVIDED IN LOCATIONS WHERE FOUNDATIONS MAY BE LOCATED BELOW EXTREME LOW-WATER

CONDITIONS, AND REMOVED FOLLOWING COMPLETION OF STRUCTURE INSTALLATIONS.

22. NO PART OF ANY COFFERDAM WHICH EXTENDS INTO THE SUBSTRUCTURE MAY BE LEFT IN PLACE WITHOUT PERMISSION FROM

THE ENGINEER.

23. EXCAVATIONS OR THE INTERIOR OF A COFFERDAM SHALL BE COMPLETELY DEWATERED TO COMPLETE THE PORTIONS OF THE WORK, AND PRIOR TO THE PLACEMENT OF WET CONCRETE, EXCEPT WHEN CONDITIONS ARE ENCOUNTERED THAT RENDER IT IMPRACTICAL TO COMPLETELY DEWATER THE AREA. DURING SUCH CONDITIONS, THE PLACEMENT OF CONCRETE UNDERWATER

SHALL NOT BE PERMITTED WITHOUT PRIOR APPROVAL FROM THE ENGINEER.

24. PUMPING FOR DEWATERING FROM AN EXCAVATION OR THE INTERIOR OF ANY COFFERDAM SHALL BE DONE IN SUCH A MANNER AS TO PRECLUDE THE POSSIBILITY OF WATER MOVING THROUGH UNCURED MASONRY OR CONCRETE. DURING THE PLACEMENT OF CONCRETE OR MASONRY, ANY PUMPING SHALL BE DONE FROM A SUITABLE SUMP LOCATED OUTSIDE THE HORIZONTAL LIMITS

AND BELOW THE ELEVATION OF THE WORK BEING PLACED OR AS DIRECTED BY THE ENGINEER.

25. PUMPED WATER MUST BE DISCHARGED IN ACCORDANCE WITH THE REQUIREMENTS OF EROSION AND SEDIMENTATION CONTROL.

26. PUMPING TO DEWATER A COFFERDAM SHALL NOT START UNTIL ANY UNDERWATER CONCRETE HAS SUFFICIENTLY SET TO

WITHSTAND THE HYDROSTATIC PRESSURE CREATED BY PUMPING.

EROSION & SEDIMENTATION CONTROLS:

1. THE CONTRACTOR IS ASSIGNED THE RESPONSIBILITY FOR IMPLEMENTING EROSION AND SEDIMENT CONTROL. THE RESPONSIBILITY INCLUDES SUPERVISING THE INSTALLATION AND MAINTENANCE OF CONTROL MEASURES, INFORMING ALL PARTIES ENGAGED ON THE CONSTRUCTION SITE OF THE REQUIREMENTS AND OBJECTIVES OF THE PLAN, NOTIFYING THE CONSERVATION STAFF PERSON OF ANY TRANSFER OF THIS RESPONSIBILITY AND CONVEYING A COPY OF THE CONTROL PLAN IF

THE TITLE TO THE LAND IS TRANSFERRED.

2. CONTRACTOR SHALL PROTECT FROM DISTURBING OR DAMAGE, WETLAND AREAS ADJACENT TO WORK.

3. SILTATION FENCE SHALL BE PLACED AROUND THE WETLAND AREA PRIOR TO DEMOLITION AND MAINTAINED THROUGHOUT THE

LENGTH OF THE PROJECT.

4. WHENEVER POSSIBLE, EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO CONSTRUCTION.

5. PRIOR TO MOBILIZATION, THE CONTRACTOR SHALL PLACE HAY BALES WRAPPED IN MIRAFI 500X GEOTEXTILE FABRIC OR APPROVED EQUAL AROUND EXISTING CATCH BASINS AND STAGING AND STORAGE AREA WITHIN THE WORK AREA.

6. LAND DISTURBANCE SHALL BE KEPT TO A MINIMUM.

7. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE STANDARDS AND SPECIFICATIONS OF THE "CONNECTICUT GUIDELINES FOR SOIL EROSION AND SEDIMENT CONTROL", MAY 2002, ERRATA

SEPTEMBER 2007.

8. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN EFFECTIVE CONDITION THROUGHOUT THE

CONSTRUCTION PERIOD.

9. THE CONTRACTOR SHALL UTILIZE APPROVED METHODS/MATERIALS FOR PREVENTING THE BLOWING AND MOVEMENT OF DUST

FROM EXPOSED SOIL SURFACES ONTO ADJACENT PROPERTIES AND SITE AREAS.

10. THE CONTRACTOR SHALL MAINTAIN A SUPPLY OF SILT FENCE (100' MIN.) ON SITE FOR EMERGENCY PURPOSES.

11. DUMPING OF OIL, CHEMICALS OR OTHER DELETERIOUS MATERIALS ON THE GROUND OR INTO A WATERCOURSE IS FORBIDDEN.

THE CONTRACTOR SHALL PROVIDE A MEANS OF CATCHING, RETAINING, AND PROPERLY DISPOSING OF DRAINED OIL, REMOVED OIL FILTERS, AND OTHER DELETERIOUS MATERIAL. THE CONTRACTOR SHALL IMMEDIATELY REPORT ALL SPILLS OF SUCH

MATERIALS TO THE ENGINEER AND THE CT DEEP.

CAST-IN-PLACE CONCRETE:

1. CONCRETE SHALL BE NORMAL WEIGHT WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI AT 28 DAYS.

2. CAST-IN-PLACE CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301 - LATEST EDITION, "SPECIFICATIONS FOR

STRUCTURAL CONCRETE FOR BUILDINGS."

3. DETAILING, FABRICATION, AND ERECTION OF REINFORCING STEEL SHALL CONFORM WITH ACI-318 AND ACI "MANUAL OF

STANDARD PRACTICE FOR DETAILING, REINFORCED CONCRETE STRUCTURES."

4. READY MIX PLANT EQUIPMENT AND FACILITIES SHALL CONFORM TO THE "CHECK LIST FOR CERTIFICATION OF READY MIXED

CONCRETE PRODUCTION FACILITIES" OF THE NRMCA.

5. SUBMIT CONCRETE MIX DESIGN, WITH KNOWN TEST RESULTS, TO THE ENGINEER FOR REVIEW. THE CONCRETE MIX DESIGN

SUBMITTAL SHALL CONSIST OF AT LEAST THE FOLLOWING:

A. TYPE OF CEMENT.

B. DRY WEIGHT OF CEMENT.

C. SATURATED SURFACE-DRY WEIGHTS OF FINE AND COARSE AGGREGATES.

D. SPECIFIC GRAVITY OF FINE AND COARSE AGGREGATES.

E. QUANTITIES, TYPE, NAME AND PRODUCER OF ADMIXTURES, AS APPLICABLE.

F. TOTAL WEIGHT OF WATER, INCLUDING THE WATER WHICH IS ABSORBED BY AND ON THE SURFACE OF THE AGGREGATES.

G. WATER TO CEMENT RATIO.

H. SLUMP: MAXIMUM SLUMP, TAKEN AT THE TRUCK, WILL BE DETERMINED BASED ON THE PUMP HOSE LENGTH. THE MIX DESIGNS SHALL INCLUDE THE ANTICIPATED LOSS OF SLUMP PER 100 FOOT LENGTH OF SPECIFIED HOSE SIZE.

I. STRENGTH TEST DATA OF THE PROPOSED MIX DESIGN AS SPECIFIED HEREIN.

6. SUBMIT CONCRETE BATCH TICKETS FOR EACH TRUCK DELIVERED TO SITE. EACH TICKET SHALL NOTE AT LEAST THE FOLLOWING DATA: DESIGN MIX STRENGTH; BATCH PROPORTIONS INCLUDING ACTUAL WATER AND AGGREGATE MOISTURE CONTENTS; DATE AND BATCH TIME; ARRIVAL TIME AT SITE; DISCHARGE TIME; CONCRETE VOLUME; AND ANY CHANGE TO CONCRETE MADE AT THE

SITE.

7. CONFORM TO THE RECOMMENDATIONS OF ACI 304 - LATEST EDITION, "RECOMMENDED PRACTICE FOR MEASURING, MIXING, TRANSPORTING, AND PLACING CONCRETE."

8. CONCRETE SHALL CONSIST OF THE FOLLOWING MATERIALS:

A. PORTLAND CEMENT: TYPE II - LOW ALKALI CONFORMING TO ASTM C 150, "STANDARD SPECIFICATION FOR PORTLAND

CEMENT."

B. COARSE AND FINE AGGREGATE SHALL BE NORMAL WEIGHT AND UNIFORMLY GRADED AND CLEAN CONFORMING TO ASTM C33, "STANDARD SPECIFICATION FOR CONCRETE AGGREGATES." DO NOT USE AGGREGATE KNOWN TO CAUSE EXCESSIVE

SHRINKAGE.

C. COARSE AGGREGATE SHALL BE CRUSHED ROCK OR WASHED GRAVEL WITH A MAXIMUM SIZE OF 3/4".

D. FINE AGGREGATE SHALL BE NATURAL WASHED SAND OF HARD AND DURABLE PARTICLES VARYING FROM FINE TO PARTICLES PASSING A 3/8" SCREEN, OF WHICH AT LEAST 12% SHALL PASS A 50-MESH SCREEN.

E. WATER SHALL BE CLEAN AND POTABLE.

F. CONCRETE SHALL HAVE DCI-S CORROSION INHIBITOR ADMIXTURE, AS MANUFACTURED BY W.R. GRACE, AT A RATE

RECOMMENDED BY THE MANUFACTURER.

G. AIR ENTRAINING ADMIXTURE SHALL CONFORM TO ASTM C260, "STANDARD SPECIFICATION FOR AIR ENTRAINING ADMIXTURE FOR CONCRETE." THE AIR ENTRAINING AGENT SHALL BE A NON-TOXIC CONCENTRATED SOLUTION OF NEUTRALIZED VINSOL RESIN, SUCH AS "DARAVAIR" AS MANUFACTURED BY W.R. GRACE COMPANY OR EQUIVALENT

ACCEPTED BY THE ENGINEER.

H. WATER REDUCING ADMIXTURE SHALL CONFORM TO ASTM C494 "STANDARD SPECIFICATION FOR CHEMICAL ADMIXTURES FOR CONCRETE." WATER REDUCING AGENT SHALL BE OF TYPE A, B, C, D, E, F, OR G (AS NOTED IN CONCRETE MIX DESIGN) SUCH AS DARACEM-100" OR WRDA-19" AS MANUFACTURED BY W.R. GRACE COMPANY OR EQUIVALENT ACCEPTED BY THE

ENGINEER.

I. CALCIUM CHLORIDE SHALL NOT BE USED.

9. CURING MATERIALS SHALL CONFORM TO ASTM C309, "STANDARD SPECIFICATION FOR LIQUID MEMBRANE-FORMING COMPOUNDS

FOR CURING CONCRETE", WET BURLAP, OR PLASTIC MEMBRANE.

10. CONCRETE SHALL HAVE A MAXIMUM WATER TO CEMENT RATIO OF 0.40.

11. CONCRETE SHALL BE PROPORTIONED TO HAVE A SLUMP OF 4 INCHES, + 1 INCH, AT THE DISCHARGE END OF THE PUMP HOSE.

USE WATER REDUCING AGENT AS REQUIRED TO ACHIEVE DESIRED SLUMP RANGE. ADDITION OF WATER AT SITE WILL NOT BE

PERMITTED.

12. CONCRETE SHALL CONTAIN 6% ENTRAINED AIR +/- 1.5%.

13. DESIGN, ERECT, SUPPORT, BRACE, AND MAINTAIN FORMWORK SO IT WILL SAFELY SUPPORT VERTICAL AND LATERAL LOADS WHICH MIGHT BE APPLIED UNTIL SUCH LOADS CAN BE SUPPORTED SAFELY BY THE CONCRETE STRUCTURE IN ACCORDANCE

WITH ACI 347 - LATEST EDITION.

14. FORM COATING OR WATER SHALL BE APPLIED TO ALL FORMS. IF COATING IS USED, IT SHALL BE APPLIED PRIOR TO PLACEMENT

OF REINFORCING STEEL.

15. SLEEVES, INSERTS, ANCHORS, AND EMBEDDED ITEMS REQUIRED FOR ADJOINING WORK OR FOR ITS SUPPORT SHALL BE PLACED PRIOR TO CASTING CONCRETE. ALL EMBEDDED ITEMS SHALL BE POSITIONED ACCURATELY AND SUPPORTED AGAINST

DISPLACEMENT

16. TRANSIT MIX THE CONCRETE IN ACCORDANCE WITH PROVISIONS OF ASTM C94 - LATEST EDITION.

17. DO NOT USE CONCRETE AFTER 90 MINUTES FROM TIME OF INTRODUCTION OF WATER TO THE MIX.

18. CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-LATEST EDITION, "BUILDING CODE REQUIREMENTS FOR

REINFORCED CONCRETE."

19. REMOVE FOREIGN MATTER ACCUMULATED IN THE FORMS.

20. RIGIDLY CLOSE OPENINGS LEFT IN THE FORMWORK.

21. WET WOOD FORMS IMMEDIATELY PRIOR TO CONCRETE PLACEMENT. WET WOOD FORMS SUFFICIENTLY TO TIGHTEN UP CRACKS.

WET OTHER MATERIAL SUFFICIENTLY TO MAINTAIN WORKABILITY OF THE CONCRETE.

22. USE ONLY CLEAN TOOLS.

23. PERFORM CONCRETE PLACING AT SUCH A RATE THAT CONCRETE WHICH IS BEING INTEGRATED WITH FRESH CONCRETE IS STILL

PLASTIC.

24. DEPOSIT CONCRETE AS NEARLY AS PRACTICABLE IN ITS FINAL LOCATION SO AS TO AVOID SEPARATION DUE TO REHANDLING

AND FLOWING.

25. DO NOT USE CONCRETE WHICH BECOMES NON-PLASTIC AND UNWORKABLE, OR DOES NOT MEET REQUIRED QUALITY CONTROL

LIMITS, OR HAS BEEN CONTAMINATED BY FOREIGN MATERIALS.

26. REMOVE REJECTED AND EXCESS CONCRETE FROM THE JOB SITE.

27. FREE-FALL OF CONCRETE DURING PLACEMENT GREATER THAN EIGHT FEET IS PROHIBITED. THE CONTRACTOR SHALL PLACE

CONCRETE WITH A TREMIE TUBE FOR DROPS GREATER THAN EIGHT FEET.

28. DEPOSIT CONCRETE IN HORIZONTAL LAYERS NOT DEEPER THAN 24 INCHES, AND AVOID INCLINED CONSTRUCTION JOINTS.

29. REMOVE TEMPORARY SPREADERS IN FORMS WHEN CONCRETE HAS REACHED THE ELEVATION OF THE SPREADERS.

30. CONSOLIDATE EACH LAYER OF CONCRETE IMMEDIATELY AFTER PLACING, BY USE OF INTERNAL CONCRETE VIBRATORS

SUPPLEMENTED BY HAND SPADING, RODDING, OR TAMPING.

31. DO NOT USE VIBRATORS TO TRANSPORT CONCRETE INSIDE THE FORMS.

32. DO NOT USE HORIZONTAL CONSTRUCTION JOINTS, UNLESS SPECIFICALLY SHOWN ON THE DRAWINGS.

33. BEGINNING IMMEDIATELY AFTER PLACEMENT, CONCRETE SHALL BE PROTECTED FROM PREMATURE DRYING, EXCESSIVELY HOT OR COLD TEMPERATURES, AND MECHANICAL DAMAGE AND SHALL BE MAINTAINED WITH MINIMAL MOISTURE LOSS AT A RELATIVE CONSTANT TEMPERATURE FOR THE PERIOD NECESSARY FOR HYDRATION OF THE CEMENT AND HARDENING OF THE CONCRETE.

34. IF COLD-WEATHER CONCRETING IS ANTICIPATED, A PRE-CONSTRUCTION MEETING SHOULD BE HELD TO DEFINE HOW COLD WEATHER CONCRETING METHODS WILL BE USED. WHEN THE MEAN DAILY AMBIENT TEMPERATURE IS AT OR BELOW 40 DEGREES F OR 45 DEGREES F AND FALLING, THE CONTRACTOR SHALL FOLLOW THE REQUIREMENTS OF ACI 306.1 - LATEST EDITION, “STANDARD SPECIFICATION FOR COLD WEATHER CONCRETING”:

A. SET UP PROPER ENCLOSURE AND HEAT TO 50 DEGREES F FOR AT LEAST TWO (2) HOURS BEFORE STARTING ANY POUR.

SET UP INDIVIDUAL THERMOMETERS WITHIN ENCLOSURE TO MONITOR AMBIENT TEMPERATURES NEAR THE FACE OF FRESH CONCRETE. THERMOMETERS SHALL BE PLACED AT A MAXIMUM OF 50-FOOT CENTERS, AT MAJOR CORNERS OR RETURNS, AND AT ENDS OF CONCRETE SECTIONS. MONITOR AND RECORD TEMPERATURES IN A LOG AT EARLY MORNING, NOON, AND EARLY EVENING.

B. USE A WATER-REDUCING ADMIXTURE WITH AN ACCELERATED SET, BUT DO NOT USE OR RELY UPON ANY MATERIAL AS AN

ANTI-FREEZE. USE OF CALCIUM CHLORIDE IS PROHIBITED.

C. USE VENTED HEATERS WITH BLOWERS SO PLACED THAT THEY DO NOT PRODUCE LOCALIZED HOT SPOTS WHICH MAY DRY OUT THE CONCRETE. EXPOSURE TO EXHAUST GASES FROM COMBUSTION HEATERS IS PROHIBITED FOR THE FIRST 24

HOURS OF THE CURING PERIOD.

D. MAINTAIN THE TEMPERATURE OF THE FORMWORK AT NOT LESS THAN 50 DEGREES F BUT NOT GREATER THAN 70 DEGREES F FOR 48 HOURS AFTER COMPLETION OF POUR; FORMWORK MAY BE STRIPPED AFTER 72 HOURS AFTER COMPLETION OF POUR. AFTER 48 HOURS OF MAINTAINING AT LEAST 50 DEGREES F, THE TEMPERATURE MAY BE ALLOWED TO DROP GRADUALLY AND SHALL BE KEPT ABOVE 32 DEGREES F FOR A PERIOD OF SEVEN (7) DAYS AFTER COMPLETION OF POUR. PROTECTION DURING THIS PERIOD MAY BE PROVIDED BY EXISTING ENCLOSURE OR BY MEANS

INDICATED IN NOTE 5 BELOW.

E. PROTECTION MAY BE PROVIDED BY USE OF INSULATION METHODS. ADEQUATE INSULATION SHALL CONSIST OF AT LEAST

ONE OF THE FOLLOWING:

· 12" OF DRY EARTH; PROVIDE MOISTURE COVER IF OVER SLAB CONCRETE.

· 4" OF HAY UNDER ADEQUATE MOISTURE COVER.

· 1" OF INSULATION BLANKETS WITH VAPOR BARRIER SEAL.

· OTHER INSULATING MATERIAL ACCEPTABLE TO THE ENGINEER.

NOTE: EXTREME CONDITIONS OF TEMPERATURE OR WIND MAY REQUIRE MORE PROTECTION.

F. CONCRETE SHALL NOT BE PLACED ON FROZEN GROUND.

G. FROZEN CONCRETE SHALL BE REMOVED FROM THE JOB AND REPLACED AT A NO ADDITIONAL COST TO THE OWNER.

35. WHEN THE MEAN DAILY AMBIENT AND SUBSTRATE TEMPERATURE IS ABOVE 80 DEGREES F. THE CONTRACTOR SHALL FOLLOW THE REQUIREMENTS OF ACI 305.1 - LATEST EDITION, STANDARD SPECIFICATION FOR HOT WEATHER CONCRETING. CONCRETE SHALL BE PROTECTED FROM THERMAL DAMAGE. PROVISIONS FOR WINDBREAKS, SHADING, FOG SPRAYING, SPRINKLING, PONDING, OR WET COVERING WITH A LIGHT COLORED MATERIAL SHALL BE MADE IN ADVANCE OF PLACEMENT AND SUCH PROTECTIVE MEASURES SHALL BE TAKEN AS QUICKLY AS CONCRETE HARDENING AND FINISHING OPERATIONS WILL ALLOW.

A. NO CONCRETE SHALL BE PLACED WHEN THE AIR TEMPERATURE IS ABOVE 90 DEGREES F UNLESS THE AIR IS STILL AND

RELATIVE HUMIDITY IS ABOVE 80%.

B. SET UP PROPER WINDBREAKERS FOR CONCRETE SURFACES WHENEVER THE RELATIVE HUMIDITY IS LESS THAN 70% FOR

SLIGHT AIR MOTION OR 80% FOR LIGHT BREEZES.

C. PROVIDE SHADE FOR POURS OTHERWISE EXPOSED TO THE SUN.

D. CONCRETE IS TO BE AT A TEMPERATURE OF 80 DEGREES F OR LESS WHEN PLACED. IF NECESSARY, THE BATCHING PLANT SHALL COOL AGGREGATES BY SPRAYING OR BY USING CHILLED WATER OR ICE. ALL SUCH WATER SHALL BE ACCOUNTED

FOR AS PART OF THE MIXING WATER.

E. USE AN ADMIXTURE WITH A RETARDED SET.

F. FORMS SHALL BE THOROUGHLY WETTED AT LEAST DAILY AND MORE OFTEN WHEN THE RELATIVE HUMIDITY IS LOW.

G. FOR SLABS, MAINTAIN THE REQUIRED MATERIALS FOR CURING ON HAND, SO THEY MAY BE PLACED IMMEDIATELY UPON FINISHING. ALL CONCRETE PLACED IN AMBIENT TEMPERATURES OVER 80 DEGREES F SHALL BE KEPT WET FOR A MINIMUM OF 24 HOURS. INTERMITTENT SPRAYING WILL NOT BE PERMITTED. NO WATER SHALL BE APPLIED BEFORE CONCRETE HAS ACQUIRED ITS INITIAL SET. WHEN THE CONCRETE TEMPERATURE OF ANY SLAB GOES ABOVE 100 DEGREES F, PLACE A LAYER OF SAND ON IT AND KEEP IT CONTINUOUSLY WET UNTIL THE TEMPERATURE IS BELOW 80 DEGREES F.

36. REMOVE ALL FINS, BLEMISHES, AND DEFECTIVE CONCRETE AREAS AND PATCH WHERE REQUIRED WITH REWORKED CEMENT

MORTAR OF THE SAME PROPORTIONS AS THAT USED IN THE CONCRETE.

37. FORM TIE HOLES SHALL BE PLUGGED SOLID WITH REWORKED CEMENT MORTAR OF THE SAME PROPORTIONS AS THAT USED IN

THE CONCRETE.

38. TESTS OF CONCRETE SHALL BE MADE BY AN INDEPENDENT TESTING AGENCY AT THE EXPENSE OF THE OWNER. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WITH THE OWNERS TESTING LAB. TEST SPECIMENS SHALL BE TAKEN FOR EACH 50 CUBIC YARDS, OR PORTION THEREOF, AND EACH DAY'S POUR. ALL SPECIMENS SHALL BE PREPARED AND TESTED IN ACCORDANCE WITH ASTM C 39, ASTM C 31, AND ASTM C 172. CONCRETE SLUMP, AIR CONTENT, AND TEMPERATURE SHALL BE

MEASURED FOR EACH BATCH IN ACCORDANCE WITH ASTM C 143 AND ASTM C 231.

39. EXPOSED SURFACES, EXCLUDING WALKING SURFACES, OF CONCRETE SHALL HAVE RUB FINISH.

40. TRAVEL SURFACES SHALL HAVE A RAKE FINISH PERPENDICULAR TO THE DIRECTION OF TRAVEL.

41. WITHIN THREE (3) DAYS OF CONCRETE PLACEMENT, THE ENTIRE SURFACE SHALL BE THOROUGHLY WET WITH A BRUSH AND RUBBED WITH A NO. 16 CARBORUNDUM STONE OR AN ABRASIVE OF EQUAL QUALITY, BRINGING THE SURFACE TO A PASTE. THE RUBBING SHALL BE CONTINUED SUFFICIENTLY TO REMOVE ALL FORM MARKS AND PROJECTIONS, PRODUCING A SMOOTH, DENSE SURFACE WITH OUT PITS OR IRREGULARITIES. THE PASTE FORMED BY THE RUBBING AS ABOVE DESCRIBED MAY BE FINISHED BY CAREFULLY STRIPPING WITH A CLEAN BRUSH, OR IT MAY BE SPREAD UNIFORMLY OVER THE SURFACE AND ALLOWED TO RESET.

AFTER THE CONCRETE HAS SET FOR 7 DAYS OR SUCH PERIOD AS THE ENGINEER MAY DIRECT, THE SURFACE SHALL BE RUBBED AGAIN, WITH A CARBORUNDUM STONE, UNTIL A UNIFORM EVEN COLOR IS OBTAINED. NO MORTAR SHALL BE USED DURING THIS SECOND RUBBING. CURING, AS SPECIFIED ELSEWHERE, SHALL BE COMPLETED IN ALL CASES. IF THE RUB FINISH IS NOT COMPLETED WITHIN THREE (3) DAYS OF CONCRETE PLACEMENT OR IF PORTIONS OF THE RUBBED FINISH ARE UNACCEPTABLE, THE CONTRACTOR SHALL APPLY A GROUT RUB FINISH TO THE CONCRETE SURFACE.

42. GROUT RUB SHALL CONSIST OF FINE AGGREGATE AND PORTLAND CEMENT THAT IS THOROUGHLY BLENDED WHILE DRY.

PROPORTIONS SHALL BE SUCH THAT WHEN MIXED WITH WATER THE GROUT RUB MATCHES THE CONCRETE. CONTRACTOR SHALL ADD WATER TO BRING THE GROUT TO A PAINT-LIKE CONSISTENCY. PRIOR TO APPLYING TO THE CONCRETE SURFACE, CONCRETE SHALL BE THOROUGHLY WETTED WITH ENOUGH WATER TO PREVENT ABSORPTION OF WATER FROM THE GROUT. GROUT WHICH HAS SET SHALL NOT BE RE-TEMPERED AND SHALL BE DISPOSED OF BY THE CONTRACTOR. THE GROUT RUB SHALL BE APPLIED UNIFORMLY OVER THE ENTIRE SURFACE TO PROVIDE A UNIFORM AND LEVEL FINISH. IMMEDIATELY AFTER APPLYING THE GROUT, THE SURFACE SHALL BE FLOATED WITH A SUITABLE FLOAT, SCOURING THE SURFACE VIGOROUSLY. WHILE THE GROUT IS STILL PLASTIC, ALL EXCESS GROUT SHALL BE REMOVED. AFTER FINAL RUBBING IS COMPLETED AND THE SURFACE HAS DRIED, IT SHALL BE RUBBED TO REMOVE LOOSE POWDER AND SHALL BE LEFT FREE FROM ALL UNSOUND PATCHES, PASTE, POWDER, AND OBJECTIONABLE MARKS. WETTING, APPLICATION AND REMOVAL OF EXCESS GROUT SHALL BE COMPLETED WITHIN 1 WORK SHIFT.

43. ALL EXPOSED CORNERS SHALL HAVE A 3

4" CHAMFER, UNLESS OTHERWISE NOTED, OR BE RELIEVED AS APPROVED BY THE

ENGINEER.

REINFORCING STEEL:

1. DETAILING, FABRICATION, AND ERECTION OF REINFORCING STEEL SHALL CONFORM WITH ACI-318 AND ACI "MANUAL OF

STANDARD PRACTICE FOR DETAILING, REINFORCED CONCRETE STRUCTURES."

2. FABRICATE REINFORCEMENT TO THE REQUIRED SHAPES AND DIMENSIONS, WITHIN FABRICATION TOLERANCES STATED IN THE

CRSI "MANUAL OF STANDARD PRACTICES."

3. REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 UNLESS OTHERWISE NOTED. REINFORCING STEEL REQUIRED TO

BE WELDED SHALL BE ASTM A706 GRADE 60.

4. REINFORCING STEEL SHALL CONFORM TO ASTM 615 GRADE 60, "SPECIFICATION FOR DEFORMED AND PLAIN BILLET STEEL BARS FOR CONCRETE REINFORCEMENT" AND SHALL BE EPOXY COATED IN COMPLIANCE WITH ASTM A775.

5. WELDABLE REINFORCING SHALL BE UNCOATED, PLAIN BAR.

6. POSITION, SUPPORT, AND SECURE REINFORCEMENT AGAINST DISPLACEMENT BY FORMS, CONSTRUCTION, AND THE CONCRETE

PLACEMENT OPERATIONS.

7. REINFORCING STEEL SHALL BE CONTINUOUS UNLESS SPECIFICALLY DETAILED OTHERWISE ON THE CONTRACT DRAWINGS.

PROVIDE DOWELS OR LAP SPLICES OF THE APPROPRIATE CLASS TO MAINTAIN CONTINUITY. UNLESS OTHERWISE SHOWN ON THE CONTRACT DRAWINGS LAP BARS AS PER TABLE BELOW. DOWELS OR SPLICES SHALL BE SHOWN ON THE SHOP DRAWINGS AND SHALL BE SUBJECT TO THE FIELD REVIEW OF THE ENGINEER. NO MORE THAN 60% OF THE TOTAL NUMBER OF BARS SHALL BE

SPLICED AT ONE LOCATION.

8. MINIMUM CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT, UNLESS NOTED OTHERWISE, SHALL BE 3".

9. FORM TIES AND SPREADERS SHALL BE OF SUCH TYPE AS TO LEAVE NO METAL CLOSER THAN SPECIFIED FROM ANY EXPOSED

CONCRETE SURFACE.

10. DO NOT USE REINFORCING STEEL HAVING ANY OF THE FOLLOWING DEFECTS:

A. BAR LENGTHS, DEPTHS, OR BENDS EXCEEDING THE SPECIFIED FABRICATION TOLERANCE.

B. BENDS OR KINKS NOT INDICATED ON THE DRAWINGS OR REQUIRED FOR THIS WORK.

C. BARS WITH CROSS-SECTION REDUCED DUE ANY CAUSE.

12. CLEAN REINFORCEMENT AND REMOVE LOOSE DUST, EARTH, AND OTHER MATERIALS WHICH REDUCE BOND OR DESTROY BOND

WITH CONCRETE.

13. SPACERS, CHAIRS, BOLSTERS, AND OTHER DEVICES NECESSARY FOR THE PROPER REINFORCING STEEL PLACEMENT SHALL BE

HOT DIPPED GALVANIZED.

14. NO CLAY OR CONCRETE OR ANY OTHER MATERIAL OTHER THAN APPROVED CHAIRS SHALL BE USED. ONE CHAIR SAMPLE SHALL

BE SUBMITTED TO THE ENGINEER FOR APPROVAL.

15. ALL REINFORCING STEEL SHALL BE ADEQUATELY TIED WITH TIE WIRE AND SUPPORTED AS REQUIRED TO THE SPECIFIED

CLEARANCE.

PROJECT NOTES

MINIMUM SPLICE LENGTH (f'c = 5,000PSI)

SIZE BLACK BAR/

GALVANIZED BAR EPOXY COATED BAR

#4 1'-6" 1'-9"

#5 1'-10" 2'-2"

#6 2'-2" 2'-7"

PROJECT NOTES

& BORING LOGS

OWNERSHIP AND CONDITIONS OF USE:

THIS DRAWING IS COPYRIGHTED

Drawings and Specifications, as instruments of professional service, are and shall remain the property of RACE Coastal Engineering, Inc. Documents are not to be used, in whole or in part, for other projects or purposes or by any other parties than those authorized by contract without the specific written authorization of RACE Coastal Engineering, Inc. The use of this document is contingent upon payment to RACE Coastal Engineering, Inc. for services rendered. Non-payment shall give RACE Coastal Engineering, Inc. the authority to bar document use by any and all parties.

ISSUED FOR BID

NOT FOR CONSTRUCTION

REV DESCRIPTIONDATE

Project

DrawnDesigned Checked

DateJob No. Drawing No.

2022108 10/17/2025

ZMV ZMV/CLW MRR/DJS

LOWER WHARF IMPROVEMENT PROJECT

1085 HARBOR ROAD

SOUTHPORT, CT 06890

Drawing

NOT VALID WITHOUT ENGINEER'S SEAL

Prepared for TOWN OF FAIRFIELD

HARBOR MANAGEMENT COMMISSION

725 OLD POST ROAD

FAIRFIELD, CT 06824

COASTAL ENGINEERING

611 Access Road Stratford, CT 06615 Tel.: 203-377-0663 racecoas ta l .com of 9

B-1 B-2 B-3

BORING NOTE(S):

1. SEE DRAWING 4 FOR BORING LOCATIONS.

HEAVY TIMBER FRAMING:

1. THE WORK COVERED UNDER THIS SECTION INCLUDES, BUT IS NOT NECESSARILY LIMITED TO; PILE CAPS, STRINGERS, DIAGONAL

BRACING, AND BLOCKING.

2. ALL VISUALLY GRADED STRUCTURAL LUMBER AND WOOD CONSTRUCTION SHALL CONFORM TO THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" (ANSI/NFPA NDS - LATEST EDITION), ITS SUPPLEMENT, AND COMMENTARY BY THE

AMERICAN FOREST & PAPER ASSOCIATION / AMERICAN WOOD COUNCIL.

3. TIMBER SHALL MEET THE REQUIREMENTS OF THE SOUTHERN PINE INSPECTION BUREAU INSPECTION RULES, LATEST EDITION

FOR SOUTHERN YELLOW PINE NO. 1 GRADE MINIMUM, SAWN FOUR SIDES (S4S).

4. NO LATER THAN THE TIME OF DELIVERY OF MATERIALS TO THE SITE, CONTRACTOR SHALL SUBMIT CERTIFICATES AS TO CONFORMANCE WITH THE SPECIFIED SPECIES, GRADE, AND TREATMENT PRIOR TO INSTALLATION OF ANY VISUALLY GRADED

STRUCTURAL LUMBER.

5. TIMBER SHALL BE HANDLED CAREFULLY, WITHOUT SUDDEN DROPPING, BREAKING OF OUTER FIBERS, BRUISING OR PENETRATING

THE SURFACE WITH TOOLS.

6. ALL TIMBER SHALL BE CUT AND FRAMED TO A CLOSE FIT IN SUCH A MANNER THAT THE JOINTS SHALL HAVE FULL CONTACT BETWEEN PLIES OR MEMBERS. NO SHIMMING WILL BE PERMITTED IN MAKING JOINTS NOR WILL OPEN JOINTS BE ACCEPTED.

7. HEAVY TIMBER FRAMING SHALL BE PRESSURE TREATED WITH CHROMATED COPPER ARSENATE (CCA) TO A MINIMUM RETENTION AS NOTED IN THE TABLE BELOW IN ACCORDANCE WITH THE AMERICAN WOOD PRESERVER'S ASSOCIATION (AWPA) STANDARD

U-1, COMMODITY SPECIFICATION A AND G:

8. ALL CUT ENDS SHALL BE COATED WITH TENINO COPPER NAPTHANATE SOLUTION, BY COPPER CARE WOOD PRESERVATIVES, INC.

OR OTHER COPPER NAPTHANTE SOLUTION WITH NO LESS THAN 2% COPPER METAL CONTENT, AS APPROVED BY THE ENGINEER.

9. ALL MATERIAL SHALL BE SOUND, WELL SEASONED, AND STRAIGHT GRAINED, FREE FROM SHAKES AND LARGE OR LOOSE KNOTS, AND SHALL HAVE NO DECAYED WOOD, WORM HOLES, OR ANY OTHER DEFECTS WHICH THE OWNER DETERMINES WILL IMPAIR ITS

STRENGTH OR DURABILITY.

10. PIECES OF EXCEPTIONALLY LIGHT WEIGHT WILL NOT BE ACCEPTED.

11. ALL MATERIAL SHALL BE STORED OFF OF THE GROUND IN MANNER TO PREVENT DAMAGE AND TO PERMIT EASY INSPECTION.

12. TIMBER SHALL BE SURFACED FOUR SIDES (S4S) UNLESS OTHERWISE NOTED.

13. THE CONTRACTOR SHALL PROVIDE CONTINUOUS ICE AND WATER SHIELD BARRIER ON TOP SURFACE OF ALL DECK FRAMING.

EXTEND ICE AND WATER SHIELD AT LEAST 3 INCHES AROUND THE EDGES OF EACH MEMBER UNLESS OTHERWISE NOTED.

DECKING:

1. TIMBER USED FOR DECKING SHALL BE PLANTATION GROWN IPE WOOD. THE CONTRACTOR SHALL SUBMIT THE SOURCE AND

SUPPLIER NAMES, AND MATERIAL SAMPLES TO THE ENGINEER FOR APPROVAL.

2. DECKING SHALL BE 5/4x6 IPE FASTENED TO EACH STRINGER 3

4" FROM EA. EDGE USING 12 GAUGE 3" LONG 316 S.S. FLAT HEAD

SCREWS.

3. SCREW HOLES SHALL BE PRE-DRILLED WITH A 5 32" LEAD HOLE. LEAD HOLE SHALL BE NO LONGER THAN THE SCREW EMBEDMENT.

4. LEAD HOLE SHALL BE COUNTER-SUNK TO ASSURE THAT SCREW HEAD IS FLUSH WITH THE FINISHED DECK SURFACE.

5. DECKING TO HAVE 1/8" GAP BETWEEN ADJACENT BOARDS

6. DECK WOOD SHALL BE STORED IN A CLEAN, DRY, WEATHER PROTECTED LOCATION PRIOR TO INSTALLATION. NO DENTED, STAINED, TWISTED, OR DAMAGED MATERIAL SHALL BE INCORPORATED INTO THE WORK.

7. TOP OF DECK BOARDS SHALL BE FLUSH WITH ADJACENT DECK BOARDS. MAXIMUM ACCEPTABLE DIFFERENCE BETWEEN ADJACENT DECK BOARDS IS 18". DEVIATION EXCEEDING THIS AMOUNT SHALL BE CORRECTED BY THE CONTRACTOR. MEANS OF

CORRECTING DEVIATION SHALL BE SUBJECT TO THE ENGINEER'S ACCEPTANCE.

TIMBER PILES:

1. ALL TIMBER PILES SHALL CONFORM TO ASTM D25 WITH THE FOLLOWING MINIMUM DIMENSIONS:

BUTT DIAMETER =12" AND CIRCUMFERENCE = 38"

TIP DIAMETER = 8" AND CIRCUMFERENCE = 25"

2. ALL TIMBER PILES SHALL BE SOUTHERN YELLOW PINE AND TREATED WITH CCA TO A FINAL NET RETENTION OF NOT LESS THAN

2.5 PCF.

3. SYP PILES SHALL BE PRESSURE TREATED WITH CHROMATED COPPER ARSENATE (CCA) TO A MINIMUM FINAL RENTENTION OF 2.5 PCF IN ACCORDANCE WITH THE AMERICAN WOOD PRESERVER'S ASSOCIATION (AWPA) STANDARD U-1, COMMODITY

SPECIFICATION G.

4. CUT ENDS OF SYP PILES SHALL BE COATED WITH TENINO COPPER NAPTHANATE SOLUTION, BY COPPER CARE WOOD PRESERVATIVES, INC. OR OTHER ENGINEER APPROVED EQUAL COPPER NAPTHANATE SOLUTION WITH NOT LESS THAN 2%

COPPER METAL CONTENT.

5. TIMBER PILES SHALL BE CUT FROM SOUND LIVE TREES; FREE OF ANY DEFECTS WHICH WILL IMPAIR THEIR STRENGTH, OR USEFULNESS FOR THE PURPOSE INTENDED OR THAT WILL PREVENT PROPER INSTALLATION. ALL TIMBERS SHALL BE DEBARKED

AND CLEANLY CUT.

6. TIMBER PILES WILL BE SUBJECT TO INSPECTION BEFORE AND/OR AFTER SHIPMENT TO THE SITE AT THE OPTION OF THE ENGINEER. ANY TIMBER WHICH DOES NOT CONFORM TO ALL THE REQUIREMENTS WILL BE REJECTED.

7. PILE CUT-OFF AND DAPPED SURFACES FOR PIER FOUNDATION PILES SHALL BE COVERED WITH ICE AND WATER SHIELD

EXTENDING AT LEAST 1 INCH DOWN THE PILE FACE.

PILE INSTALLATION - VIBRATORY & IMPACT DRIVING:

1. DRIVEN PILES SHALL HAVE A "SAFE LOAD" AS NOTED BELOW, AS DETERMINED BY THE ENGINEERING NEWS FORMULA EQUATION.

AN IMPACT HAMMER WITH A KNOWN RATING WILL BE REQUIRED TO VERIFY THIS CAPACITY. IMPACT HAMMER SPECIFICATIONS

SHALL BE SUBMITTED TO THE ENGINEER PRIOR TO PILE INSTALLATION.

1.1. TIMBER FOUNDATION PILES: 15 TON

2. PILES SHALL BE DRIVEN TO A MINIMUM 25' EMBEDMENT BELOW GRADE INTO COMPETENT MATERIAL FOR TENSION CAPACITY.

PILES NOT ABLE TO ACHIEVE DESIGN EMBEDMENT SHALL BE; 1) SEATED ON BEDROCK AND CONTRACTOR SHALL CONFIRM SUCH SEATING. EQUIPMENT AND METHODS FOR INSTALLING PILES SHALL BE SUCH THAT PILES ARE INSTALLED IN THEIR PROPER POSITION AND ALIGNMENT; AND 2) INCORPORATE TENSION ANCHOR AS NOTED IN SHEET 9 OF THIS DRAWING SET.

3. CONTRACTOR SHALL NOTIFY ENGINEER IMMEDIATELY IF THE ABOVE CRITERIA IS NOT ABLE TO BE MET DUE TO SUBSURFACE

CONDITIONS.

4. ORGANIC MATERIAL OR MARINE MUD IS NOT TO BE CONSIDERED AS COMPETENT MATERIAL.

5. PILES SHALL BE DRIVEN WITHIN 3 INCHES OF THE POSITIONS INDICATED ON THE DRAWINGS. PILES SHALL BE DRIVEN STRAIGHT

AND TRUE WITH DEVIATION FROM LONGITUDINAL ACCESS OF NOT MORE THAN 2%.

6. PILES SHALL BE INSTALLED WITH DUE CONSIDERATION FOR THE STABILITY OF ADJACENT STRUCTURES. PILE DRIVING TECHNIQUE SHALL LEAVE THE STRENGTH OF THE PILES UNIMPAIRED AND IN A STATE WHERE LOAD BEARING RESISTANCE FULLY DEVELOPS AND IS RETAINED. IF CONDITIONS AT THE SITE ARE SUCH THAT THE TIP, THE BODY, OR THE BUTT OF THE PILE IS LIKELY TO SUFFER DAMAGE DURING INSTALLATION SPECIAL PRECAUTIONS SUCH AS PRE-DRILLING OR SPUDDING MUST BE TAKEN BY THE CONTRACTOR TO AVOID SUCH DAMAGE. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE PLACEMENT OF UNDAMAGED PILES TO THE LOADING CAPACITY, REQUIRED TIP ELEVATION AND EMBEDMENT IN SOUND MATERIAL.

7. PILES SHALL BE DRIVEN WITHOUT SPLICES. PILE BUTTS SHALL BE BANDED OR PROTECTED DURING DRIVING WITH OTHER

ENGINEER APPROVED DEVICES.

8. ALL PILES SHOWING SIGNS OF HEAVING OR LIFTING, OR PILES INSTALLED IN THE WRONG LOCATION SHALL BE EXTRACTED AND REINSTALLED TO THE EMBEDMENT DEPTH AND LOCATION AS SPECIFIED AT NO ADDITIONAL COST TO THE OWNER.

9. THE PILE DRIVING HAMMER SHALL BE OF SUITABLE SIZE FOR THE PROPER INSTALLATION OF THE PILE AND SHALL BE CAPABLE IN ANY CASE OF DELIVERING AN ENERGY PER BLOW AS REQUIRED BY APPROPRIATE DRIVING RESISTANCE REQUIREMENTS.

10. SUITABLE ANVILS OR CUSHIONS SHALL BE USED TO PREVENT DAMAGE TO THE PILES AS REQUIRED. ANVIL OR CUSHION TYPES SHALL BE CHOSEN BASED ON THE PILE SIZE AND MATERIAL SCHEDULED FOR INSTALLATION. THE CUSHIONS USED SHALL PROVIDE ENOUGH PROTECTION TO PREVENT DAMAGE TO THE PILE, BUT SHALL NOT ABSORB A SIGNIFICANT AMOUNT OF ENERGY

FROM THE HAMMER BLOW.

11. THE BUTT ENDS OF THE PILES SHALL BE CUT SQUARE WITH THE AXIS, EDGES CHAMFERED, AND, IF NECESSARY, STEEL BANDS

OR CAPS SHALL BE USED WHILE DRIVING.

12. PILES WHICH ARE DAMAGED AND HAVE HEADS WHICH SPLIT, BROOM, CRACK, OR CRUSH DURING DRIVING, SHALL BE REMOVED AND DISPOSED OFF-SITE AND REPLACED WITH NEW PILES. NO ADDITIONAL COMPENSATION WILL BE MADE FOR REPLACEMENT

PILES AND INSTALLATION.

13. PILES SHALL BE DRIVEN TO A STRATUM OF SATISFACTORY MATERIAL AND SHALL BE ACCURATE AS TO LOCATION AND ALIGNMENT AND TO THE REQUIRED ELEVATIONS, ALL AS SHOWN ON THE DRAWINGS. PILE HEADS WHICH SPLIT, BROOM, CRACK OR CRUSH DURING DRIVING SHALL BE CUT OFF BEFORE DRIVING MAY PROCEED. THE DRIVING SHALL BE CONTINUOUS FOR EACH PILE UNTIL THE RESISTANCE REQUIRED TO DEVELOP THE CAPACITY OF THE PILE IS ACHIEVED OR UNTIL THE MINIMUM

EMBEDMENT DEPTH IS REACHED, WHICHEVER IS DEEPER.

14. THE CONTRACTOR SHALL KEEP AN ACCURATE RECORD OF EACH PILE DRIVEN. THE RECORDS SHALL GIVE THE BUTT AND TIP DIAMETERS, LENGTH, DESIGN CAPACITY, PENETRATION UNDER THE LAST-BLOWS OF THE HAMMER, BEHAVIOR DURING DRIVING, CUT-OFF LENGTHS, RESULTS OF ANY TESTS, DRILLING OR PROBING INFORMATION IF ANY, AND ALL OTHER INFORMATION REGARDING EACH PILE DRIVEN. THESE RECORDS SHALL BE SUBMITTED TO THE ENGINEER ON A DAILY BASIS.

PILE TENSION LOAD TEST:

1. IF PILES LOCATED ON COLUMN LINE B DO NOT REACH THEIR REQUIRED EMBEDMENT, THE OWNER MAY REQUEST AS AN ADDITIONAL SERVICE, THAT THE CONTRACTOR PERFORM A STATIC AXIAL TENSION LOAD TEST ON A SPECIFIED PILE. THE TESTING SHALL BE PERFORMED PER ASTM D3689 SPECIFICATIONS. THE AXIAL UPLIFT TEST SHALL BE PERFORMED TO 16 KIPS.

CONTRACTOR MAY UTILIZE PRODUCTION PILES AS PART OF THEIR REACTION FRAME PROVIDED SUCH PILES ARE NOT DAMAGED DURING THE PROCESS. CONTRACTOR SHALL SUBMIT MEANS AND METHODS FOR TENSION TESTING TO OWNER FOR REVIEW

PRIOR TO PERFORMING THIS WORK.

STEEL FASTENERS:

1. STEEL FASTENERS SHALL MEET THE FOLLOWING REQUIREMENTS:

1.1. BOLTS: ASTM A307 GRADE A W/ HEXAGONAL HEADS

1.2. NUTS: ASTM A563 GRAD A W/ HEXAGONAL HEADS

1.3. WASHERS: ASTM F844 STANDARD FLAT OR OGEE TYPE AS NOTED

1.4. ANCHOR RODS: ASTM F1554 GR55

2. STEEL FASTENERS SHALL BE HOT DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A153 AND MEET THE MINIMUM TESTS OF

ASTM A239, UNLESS NOTED OTHERWISE.

3. SUBMIT MANUFACTURER'S CERTIFICATIONS SHOWING THAT THE PRODUCTS MEET OR EXCEED THE REQUIRED STANDARDS FOR:

BOLTS, INCLUDING NUTS AND WASHERS; THREADED RODS INCLUDING ALL HARDWARE; FILLER MATERIAL AND FLUX FOR

WELDING.

4. SUBMIT CERTIFIED MILL TEST REPORTS INDICATING STRUCTURAL STRENGTH, DESTRUCTIVE AND NON-DESTRUCTIVE TEST ANALYSIS, CHEMICAL AND PHYSICAL PROPERTIES OF EACH TYPE OF STEEL AND CONFORMANCE WITH ASTM A6.

ANCHORING SYSTEM:

1. CONTRACTOR MAY BE RESPONSIBLE FOR PROVIDING AN ANCHOR SYSTEM, SUITABLE TO MEET THE DESIGN LOAD OF 8 KIPS, AS PART OF THIS PROJECT, IF ADEQUATE EMBEDMENT OF PILES CANNOT BE ACHIEVED. ANCHOR SYSTEM AND ALL RELATED COMPONENTS, INCLUDING GROUT, SHALL BE DESIGNED AND INSTALLED IN STRICT ACCORDANCE WITH THE "RECOMMENDATIONS FOR PRE-STRESSED SOIL AND ROCK ANCHORS (2004)" PUBLISHED BY THE POST TENSIONING INSTITUTE.

2. THE CONTRACTOR, OR SUB-CONTRACTOR, SELECTED TO PERFORM THE ANCHOR INSTALLATION AND TESTING SHALL HAVE A MINIMUM OF FIVE (5) YEARS EXPERIENCE IN EARTH ANCHOR INSTALLATION AND TESTING SIMILAR TO THAT PROPOSED ON THIS

PROJECT.

3. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH CALCULATIONS, SEALED BY A PROFESSIONAL ENGINEER LICENSED IN

THE STATE OF CONNECTICUT, FOR THE PROPOSED ANCHORING SYSTEM.

4. THE CONTRACTOR SHALL PROVIDE SHOP DRAWINGS AND DATA SHEETS DETAILING THE ANCHORING SYSTEM COMPONENTS INCLUDING, BUT NOT LIMITED TO, ANCHOR ROD, ANCHOR HEAD, SPACERS, CENTRALIZERS, GROUT, PLATES, ETC.

5. STRANDS OR BARS, AS APPROPRIATE, SHALL BE EPOXY COATED.

6. ANCHORS SHALL BE DOUBLE CORROSION PROTECTION (DCP) IN ACCORDANCE WITH THE "RECOMMENDATIONS FOR PRE-STRESSED SOIL AND ROCK ANCHORS (2004)" PUBLISHED BY THE POST TENSIONING INSTITUTE.

7. ANCHORS SHALL BE PROOF-TESTED AND TWO (2) ANCHORS SHALL BE PERFORMANCE TESTED IN ACCORDANCE WITH THE "RECOMMENDATIONS FOR PRE-STRESSED SOIL AND ROCK ANCHORS (2004)" PUBLISHED BY THE POST TENSIONING INSTITUTE.

ANCHORS TO BE PERFORMANCE TESTED SHALL INCLUDE ONE ON THE MAIN BULKHEAD AND ONE ON THE NORTH RETURN.

TESTING TO BE CONDUCTED TO 133% OF THE DESIGN LOAD. ANY ANCHORS FAILING PROOF OR PERFORMANCE TESTING SHALL

BE REPLACED AT NO ADDITIONAL COST TO THE OWNER.

8. CONTRACTOR TO SUBMIT ANCHOR INSTALLATION PROCEDURE FOR REVIEW AND APPROVAL BY THE ENGINEER.

STONE WALL REPAIRS (CHINKING):

1. GAPS IN SEAWALL GREATER THAN 6"x6"x6" SHALL BE FILLED BY STONE CHINKING. CONTRACTOR TO REVIEW SEAWALL REPAIR

SCOPE WITH OWNER PRIOR TO CONSTRUCTION.

2. CHINKING STONES SHALL CONSIST OF ROUGHLY SQUARE AND DRESSED STONES. STONES SHALL MATCH THE EXISTING STONES, BE OF APPROVED QUALITY, SOUND AND DURABLE, AND FREE FROM SEGREGATIONS, SEAMS, CRACKS, AND OTHER STRUCTURAL DEFECTS OR IMPERFECTIONS TENDING TO DESTROY ITS RESISTANCE TO WEATHER. IT SHALL BE FREE FROM ROUNDED, WORN, OR WEATHERED SURFACES.

3. SHAPING OR DRESSING OF THE STONE SHALL BE DONE BEFORE THE STONES ARE PLACED IN THE WALL. NO DRESSING OR

HAMMERING WHICH WILL LOOSEN THE STONE WILL BE PERMITTED AFTER IT IS PLACED.

4. STONES SHOULD BE KEYED AND FITTED, MAXIMIZING CONTACT ON ALL SIDES. THREE POINTS OF CONTACT (MINIMUM) ARE

REQUIRED BETWEEN A STONE AND ADJACENT STONES.

5. POWER WASH AND CLEAN STONE MASONRY SURFACES TO REMOVE MARINE GROWTH AND DETRITUS PRIOR TO SETTING

CHINKING STONE.

6. STONES MAY BE SET IN TYPE S CEMENTITIOUS GROUT MIXED IN ACCORDANCE WITH MANUFACTURER AND ASTM STANDARDS

REVETMENT:

1. CONTRACTOR SHALL CONSTRUCT REVETMENT MEETING THESE SPECIFICATIONS AND DESIGN LINES AND GRADES.

CONSTRUCTION SHALL USE EXISTING REVETMENT STONES AND SUPPLEMENT WITH 20 CUBIC YARDS OF STONE TO MEET DESIGN GRADATION. REVETMENT STONES LOCATED OUTSIDE OF THE PROPOSED FOOTPRINT AND WITHIN 25' OF THE FACE OF WALL

SHALL BE RECLAIMED AND INCORPORATED WITHIN THE REVETMENT.

2. STONE SHALL BE A DENSE, SOUND GNEISS, DIORITE, OR BASALT, CONFORMING TO THE GRADATION TABLES PROVIDED HEREIN.

STONE SHALL BE FREE FROM LAMINATIONS, WEAK CLEAVAGES, UNDESIRABLE WEATHERING, OR BLASTING OR HANDLING FRACTURES. ADDITIONALLY, STONES SHALL BE FREE FROM FRACTURE ZONES WHICH SUBTEND MORE THAN 1

3 OF THE TOTAL

CIRCUMFERENCE OF THE STONES ALONG THE PLACE OF FRACTURING. STONES SHALL BE CLEAN, FREE FROM EARTH, CLAY, REFUSE, AND COATINGS. BROKEN CONCRETE OR ROUNDED STONES ARE NOT ACCEPTABLE. ARMOR STONE SHALL BE OF SUCH SHAPE TO ASSURE INTERLOCKING WITH ADJACENT ARMOR STONES WITH A GREATEST DIMENSION OF EACH PIECE NOT LESS

THAN 3 TIMES THE LAST DIMENSION.

3. IMPORTED STONES SHALL BE D50 OR GREATER.

4. TOE STONES SHALL NOT BE SMALLER THAN 4' IN DIAMETER OR WEIGH LESS THAN 10,000 POUNDS.

5. THE TOE PROTECTION SHALL BE PLACED ON GRADE TO THE EXTENT SHOWN IN THE DRAWINGS. ONLY THE TOE OF THE

REVETMENT SHALL BE BURIED BELOW GRADE.

6. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LIMIT THE AMOUNT OF EXPOSED SHORELINE DURING CONSTRUCTION IN ORDER TO MINIMIZE THE CHANCE OF SHORELINE RECESSION SHOULD A STORM EVENT OCCUR DURING CONSTRUCTION. IN SUCH A CASE, THE CONTRACTOR SHALL TEMPORARILY PLACE STONE MATERIAL ALONG THE EXPOSED SHORELINE.

7. CONTRACTOR SHALL IDENTIFY QUARRY SOURCE FOR STONE MATERIALS AND PROVIDE INFORMATION FOR ENGINEER TO

INSPECT STONE PRIOR TO SHIPMENT TO PROJECT SITE.

8. STONE SHALL BE PLACED IN A MANNER SUCH THAT THE LONGITUDINAL AXIS OF EACH STONE BE NORMAL TO THE AXES OF THE

STRUCTURE, AND SLOPE DOWNWARD TOWARD THE CENTER OF THE STRUCTURE.

9. REVETMENT STONES SHALL BE PLACED IN LAYERS TO THE FULL COURSE THICKNESS IN ONE OPERATION, IN SUCH A MANNER AS TO PRODUCE A REASONABLY WELL-GRADED MASS OF ROCK WITHOUT CAUSING DISPLACEMENT OF ANY UNDERLYING MATERIAL.

THE FINISHED SURFACE OF THE ARMOR LAYER SHALL BE FREE FROM POCKETS OF SMALL STONES AND CLUSTERS OF LARGER STONES. PLACING OF THE STONES BY METHODS LIKELY TO CAUSE SEGREGATION OF VARIOUS SIZES OF STONES WILL NOT BE

PERMITTED.

10. STONE MATERIALS SHALL BE DELIVERED PER THE TERMS AND CONDITIONS OF THE APPLICABLE REGULATORY PERMITS, RULES AND REGULATIONS AND OF SUFFICIENT AND LEGAL SIZE TO TRAVEL ON LOCAL AND STATE ROADWAYS OR WITHIN LOCAL

WATERWAYS.

11. CONTRACTOR SHALL PROVIDE HANDLING EQUIPMENT OF SUFFICIENT SIZE AND CAPACITY TO SAFELY AND EFFICIENTLY PLACE

STONE AT THE REQUIRED LOCATIONS.

12. CONTRACTOR SHALL PLACE STONE MATERIALS TO THE LINES AND GRADES SHOWN ON THE CONTRACT DOCUMENTS. EXISTING

STONE MATERIALS, CURRENTLY POSITIONED ON THE EXISTING SLOPE SHALL BE RE-USED.

13. ARMOR STONE SHALL BE PLACED BY HAND OR MACHINE TO THE DESIGN LINES AND GRADES SPECIFIED IN THESE DRAWINGS.

STONE SHALL BE PLACED IN A MANNER WHICH WILL PRODUCE A…